the influences of configuration to curtain on …

Proceedings of the 2nd International Seminar on Infrastructure Development

In Cluster Island Eastern Part of Indonesia (ISID 2014)

June 3, 2014, Balikpapan, Indonesia

THE INFLUENCES OF CONFIGURATION TO CURTAIN ON

DEFORMATION ZONE PILLAR

Nenny1, Muh. Saleh Pallu 2 , M. Arsyad Thaha3 dan Farouk Maricar 4

1Doctoral students of Civil Engineering, University of Hasanuddin Jl. Perintis Kemerdekaan KM-10,

Telp 08124261099, Email: [email protected] 2 Departemen of Civil Enggineering, University of Hasanuddin Jl. Perintis Kemerdekaan, Km. 10, Telp

0411-587636, Email: [email protected] 3 Departemen of Civil Enggineering, University of Hasanuddin , Jl. Perintis Kemerdekaan KM-10, Telp

0411-587636, Email: [email protected] 4 Departemen of Civil Enggineering, University of Hasanuddin, Jl. Perintis Kemerdekaan KM-10, Telp

0411-587636, Email: [email protected]

ABSTRACT : River have dynamic properties that may change in the dimensions of space and time . At equilibrium ,

the flow would be disrupted by the pillars of the bridge and change the flow pattern and form a vortex around the

pillar , resulting models pillars of innovative technology and evaluate this further , analyzing the characteristics of the

in erosion of the riverbed . The purpose of this study , provide a solution in the form of scouring around the zone damper flow and scour around a pillar by using the model to analyze the effect of dampening the placement of scour

and scour silencer models to scour the depths and distances that occur in around pillars . This study uses tract of land

with a cross section of the trapezium shape , observations made around the curtain is the flow velocity , depth of

scour around the pillars , and the topography around the pillars and curtains . This research is part of a dissertation with the title of Model Silencer scours the Front Side Curtain Curved Rectangular Shape and expected results is an

overview and analysis of flow and scour pattern around the pillars , particularly with respect to agradasi and

degradation .

Keywords: configuration, pillars, curtains, agradasi, degradation

1. Introduction

Everyday life will not escape the consequences of utilizing the river with humans will do to it to

engineering can benefit from it. But the realization came too late, that the man should do so friendly, to

avoid adverse impacts will be in the future. As one of the elements of nature, any action against him will

impact the nature and circumstances change as adjustments to what he received treatment.

Although at first glance the river is a complex system , but based on a compilation of the results of

research in a long time , the river can be understood as a system of regular ( regulary system) . Regular

system means that all sorts of components of a regular stream characteristics . These characteristics

describe the specific conditions of the river in question . [ 6 ] .

Sediment transport is a natural phenomenon that is common in a wide variety of open channels , a

phenomenon that occurs in channel sediment or rivers is a very complex event , because it is influenced

by fluctuations in the turbulent flow continuously along the channel . Thus the river bed material is very

heterogeneous from one place to another , causing a change of sediment transport . In places where the

diameter of the small grains of sediment transport capability is high , while the location where the grain

diameter base and a relatively large river rock will cause a small sediment transport capabilities .

Scour in the pillar is generally caused by a disturbance by pillars and streams and will be back from

the effects of sedimentation . As a result of the construction of pillars in the river , the flow of water to the

pillars will hit the upright and moving towards the base line ( agradasi and degradation processes ) The

collapse of a bridge is largely due to the failure of the bridge pillar stability function to load transfer.

Problems encountered in cross river bridge was under the bridge structure failure (foundation, pillars,

base / abutment) in supporting the bridge. In some cases, this failure led to the collapse of the bridge.

Threats to the security of the structure under the bridge often come on stream dynamics, especially the

dynamics of the river bed around the foundation and pillar of the bridge. Decrease or river bed

degradation and local scour around bridge piers foundations often a major factor structural failure under

the bridge.

mailto:[email protected]







Several cases of bridge scour caused by, among other things:

1. Cases Srandakan bridge, Kulon Progo Yogyakarta bridge collapse caused by the failure of the bridge

footing in the face of riverbed degradation. Riverbed down very fast, triggered by safety groundsill

seepage under the bridge.

Fig. 1 Bridges Srandakan, Kulon Progo, Yogyakarta (Istiarto, 2011)

2. 2. Bridges Kebonagung Move subdistrict, Sleman, Yogyakarta. The bridge is standing on top of the

4 pillars of concrete cylinders. Each pillar is supported by two pieces of the foundation sinks. At the

beginning of 2000 to 2006, the river bed degradation and local scour around bridge piers partially. In

measurements of 2006, the river bed in pillar # 4 (first pillar on the side or on the west side

Nanggulan) has approached the base foundation. Riverbed degradation triggered by the collapse of

the bridge downstream groundsill.

Fig. 2 Bridges Kebonagung, Yogyakarta, 2006 (Istiarto, 2011)

3. Bridges Trinil Windusari the District, Magelang regency, Central Java. Sandpipers bridge stands on

three pillars and foundation masonry times. Long-span bridge approximately 70 m. On February 25,

2009, pillar # 3 (the west) down (collapsed) were disconnected traffic over the bridge. Not yet had

the bridge repaired, a year later on March 4, 2010, there was a flood that causes pillar # 1 and # 2

and sloping down.

Fig. 3 Trinil Bridge, Magelang, 2009 (Istiarto, 2011)




In order to overcome these phenomena need for laboratory studies of the total scour around bridge

piers is happening in the presence of sediment transport conditions ( live - bed scour ) . Scour processes

that occur need to be studied to determine the parameters that affect the flow of local scour around bridge

piers can be searched so that subsequent attempts at control and scour prevention pillar construction in

order to damage and collapse can be avoided .

For the use of the model will be assessed using a silencer scours the front side curtain curved square

shape , with the consideration that the placement of the building after the curtain with the type of the

pillars of the building will be able to reduce scour around bridge piers .

Based on the above key issues , then this research is to help overcome the scours that occur around

the pillar due to the decline in construction and due to the water flow . The purpose of this study generally

provide a solution in the form of scouring around the zone damper models and evaluating the pillars of

this technological innovation further .

Research Methods

The method used in this study is an experimental research and literature review. This type of testing

that is done is the basic material testing and flow testing to determine the type of the flow and discharge,

using the model of scour silencer. Laboratory testing was conducted on the implementation of the River

Engineering and Soil Mechanics Laboratory of the University of Hasanuddin. Sampling of river sand

material Jeneberang Gowa, South Sulawesi.

2.1. Preparation of equipment

2.1.1. Channel Model

The channel used is channel sand, soil material overlaid with trapezium cross-section shape. The

geometric shape of the channel is a straight line with a permanent wall, base channel width of 0.50 m,

height 0.20 m and a channel length of 15 m channel experiments.

Fig. 4 Models open channels with trapezoid cross-section

2.1.1. Pillar Model

Pillar model used in this study is made of concrete blocks formed by model. This study uses a model of

hexagonal pillars with a height of 40 cm and a width of 5 cm pillar. Models pillars placed in the middle of

the channel model at a distance of 15 m from the upstream

Fig. 5 Models hexagonal pillar




2.1.1. Curtain Model

Curtain models used in this study is made of beams formed by model. This study uses a square

shape with side curtain front curved (rectanguler with wedge shape curve) with a height of 40 cm and a

width of 5 cm pillar. The model is placed in front of the curtain pillar models with variations in the

distance between the bridge pillars and curtains.

Fig. 6. Shape Screen Rectanguler With Wedge Shape Curve (Rwwsc)

2.1. Implementation Research

In the implementation of the planned research using the model of hexagonal pillars and silencer

scours the variation model of the front side curtain curved square shape (rectangular with wedge shape

curve) with various types of formations.

Figure 7. Placement curtain models and pillars of the bridge

2.1.1 . Research implementation steps :

1. Model pillars placed in the middle of the ground line with a distance of 6.0 m from the upstream ,

then the placement arranged damper models in front of the pillar and sand material are spread in a flat

state .

2. Water is supplied from a small discharge to discharge specified so as to achieve a constant .

3. The observations made : the flow velocity ( v ) , water level ( h ) do any experiments .

4. Observations scour depth , each experiment carried out through observation and by noting the depth

of the initial running with time t : 15 min , t : 45 min , t : 60 minutes .

5. Data collection scour contour around the zone was measured after running pillar finished , by

minimizing the flow slowly in order to scour around the pillars are not bothered by the change in

discharge . This is done so that the data obtained represent the contours of the scours . Elevation

measured scour the area at the top of several parts, namely the direction parallel to the direction of

flow and transverse flow .

6. Taking the long pillar zone measured scour around after running over.

7. After the measurement of three- dimensional , flattened sand back for further running with other

variations .




Fig. 8 Flow chart of the study

Data analysis

This study uses hexagonal pillars with curtains square shape with a curved front side drainage

time is t: 5 minutes, 40 minutes and t: 60. Velocity data are obtained, (v), water level (h), discharge (Q)

and basic topography that occur around the curtain and pillars. Can be seen in the graph and the image

below.

Fig. 9 Graph scour depth versus time relationship with the type B1L1ξ1h and B2L1ξ1h

In Figure 9, the depth of scour at t: 60 minutes to type B1L1ξ1h happen agradasi the largest in the

distance of 8.0 m by 0,034 m and scours: 0.01 m and for the type of B2L1ξ1h happen agradasi: 0.044 m

and scours: 0,017 m. From the two graphs are effective to reduce scour is B1L1ξ1h type.




Fig. 10 Graph flow velocity versus time relationship with the type B1L1ξ1h1 and B2L1ξ1h

In figure 10, the two graphs above it can be stated that at the time t = 60 min with the distance

between the curtain with pillars 8.0 m, flow velocity for the type B1L1ξ1h sebesat 0.58 m / sec. and type

B2L1ξ1h flow of 0.3 m / sec. Speed for the type B1L1ξ1h smaller than the type B2L1ξ1h in this case to

minimize scour around the pillar.

Fig. 11 Shapes flow patterns and basic deformation with the types B1L1ξ1h and B2L1ξ1h

Figure 11 stated that the presence of the curtain that is placed in front of a pillar with a look at the

flow of movement patterns that occur can reduce / minimize scour the pillar that has a tendency to

precipitate at a distance of axes 40 and 60 of the pillar layout.

Fig 12. Graph scour depth versus time relationship with the type B1L2ξ2h and B2L2ξ2h

In Figure 12, the depth of scour at t: 60 minutes to type B1L2ξ1h happen greatest agradasi 7.0 m at a

distance of 0,036 m and scours: 0.01 m and for the type of B2L2ξ2h happen agradasi: 0,035 m and

scours: 0.013 m. From the two graphs are effective to reduce scour is the second type.




Fig. 13 Graph flow velocity versus time relationship with the type B1L2ξ2h and B2L2ξ2h

In figure 13, the second graph above it can be stated that at the time t = 60 minutes, the flow rate

for the type of B1L2ξ2h of 0.18 m / sec. and type B2L2ξ2h flow velocity of 0.30 m / sec. Thus the flow

velocity (v) for type B1L1ξ1h B2L1ξ1h smaller type, it can minimize scour around the pillar


In figure 14, it can be stated that with the curtains were placed in front of a pillar with a look at

movement patterns that flow occurs, which can reduce / minimize scour the pillar that has a tendency

to precipitate at a distance of axes 40 and 65 of the pillar layout.

Fig. 15 Graph scour depth versus time relationship with the type B1L3ξ3h1 and B2L3ξ3h1

In figure 15, the depth of scour at t: 60 minutes to type B1L3ξ3h happen agradasi the largest in the

distance of 8.0 m by 0,037 m and scours: 0.0028 m and for the type of B2L3ξ3h happen agradasi: 0,034

m and scours: 0,008. From the two graphs are effective to reduce scour is B2L3ξ3h type.




Fig.16 Graph, flow velocity versus time relationship with the type B1L3ξ3h and B2L3ξ3h.

In figure 16, the second graph above, it can be stated that at the time t = 60 min, flow velocity (v) for

the type B1L2ξ2h of 0.28 m / sec. and type B2L2ξ2h flow velocity (v) of 0.24 m / sec. To speed both

types, the results are not too much different.


In figure 17, it can be stated that with the curtains were placed in front of a pillar with a look at

movement patterns of flow that occurs can reduce / minimize scour the pillar that has a tendency to

precipitate at a distance of axes 30 and 50 of the pillar layout.

Conclusion

1. The deposition process occurred at t = 60 at a distance of 8,0 m from the blinds with a height of 0.037

m and sediment scour that occurs at 0.0028 m.

2. Flow from existing patterns of movement have a tendency deposition occurs at a distance of axes 40

and 60 of the pillar layout.

3. The greater the distance between the curtain the smaller scour occurs, inversely if the distance get

smaller.

.

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Abdurrosyid, J. & Fatchn, K.A, Gerusan Di Sekitar Abutmen Dan Pengendaliannya Pada Kondisi Ada

Angkutan Sedimen Untuk Saluran Berbentuk Majemuk, Dinamika Teknik Sipil, Volume 7, Nomor 1,

Januari 2007 : 20 – 29

Ariyanto,A. Analisis Bentuk Pilar Jembatan terhadap Potensi Gerusan Lokal (Studi Kasus Model Pilar

Penampang Persegi Panjang dan Ellips) Jurnal APTEK Vol. 1 No. 1 – Juli 2009

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http://academic.research.microsoft.com/Author/22228384/oscar-link

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http://academic.research.microsoft.com/Author/47889758/iacopo-carnacina





Barbhuiya, Karim,A. and Subhasish. Vortex Flow Field In A Scour Hole Around Abutments International

Journal of Sediment Research, Vol. 18, No. 4, 2003, pp. 310-325.

Dewandaru, Dimas. 2013. Mewujudkan Konstruksi Jembatan Bentang Panjang yang Handal, Majalah

Litbang Pekerjaan Umum, Edisi April – Juni 2013

Hidayat, W & Ikhsan, J. Pengaruh Bentuk Pilar Jembatan Terhadap Potensi Gerusan Lokal, Jurnal

Ilmiah Semesta Teknika, Vol. 124 9, No. 2, 2006: 124 – 132.

Ikhsan,C. Analisis Susunan Tirai Optimal Sebagai Proteksi Pada Pilar Jembatan Dari Gerusan Lokal

Media Teknik Sipil/ Juli 2008/87

Julien Y. Pierre. 2002, River Menchanics, Cambridge University Press.

Kandasamy,K.J,. Melville, W.B. Maximum local scour depth at bridge piers and abutments Journal of

Hydraulic Research - J HYDRAUL RES , vol. 36, no. 2, pp. 183-198, 1998

Khwairakpam,P, Mazumdar,A. Local Scour Around Hydraulic Structures International Journal of Recent

Trends in Engineering, Vol. 1, No. 6, May 2009

Kodoatie, J.R. 2009, Hidrolika Terapan Aliran pada Saluran Terbuka dan Pipa, Penerbit Andi,

Yogyakarta.

Kothyari,C.U., Raju, R.G.K. Scour around spur dikes and bridge abutments Affouillement autour des

digues en épi et des butées de pont, Journal Of Hydraulic Research, Vol. 39, 2001, No. 4

Link,O. Pfleger,F. & Zanke, U. Characteristics of developing scour-holes at a sand-embedded

cylinder Journal: International Journal Of Sediment Research - Int J Sediment Res , vol. 23, no. 3,

pp. 258-266, 2008

Munson, R.B.,Young, F.D, Okiishi,H.T., 2003, Fundamentals of Fluids Mechanic Jilid 1&2. Erlangga.

Jakarta.

Pagliara, S. & Carnacina, L. Temporal scour evolution at bridge piers: effect of wood debris roughness

and porosity, Journal of Hydraulic Research - J hydraul res , vol. 48, no. 1, pp. 3-13, 2010

Rakhidin. 2011, Mengendalikan Gerusan Lokal dan Degradasi Dasar Sungai. MediaTren Konstruksi

Edisi Oktober-November, www,Trenkonstruksi.com

Rukiyati. Kajian Degradasi Dasar Sungai dan Penanggulangannya untuk Pengamanan Bangunan

Sungai. Teknologi Sumber Daya Air, Volume 4 Nomor 3 – September 2007.

Sucipto. Pengaruh Kecepatan Aliran Terhadap Gerusan Lokal pada Pilar Jembatan dengan

Perlindungan Groundsill. Jurnal Teknik Sipil & Perenanaan, Nomor 1 Volume 13 – januari 2011,

hal 51-60

Supriyad,A. Perbandingan Tingkat Efektifitas Penanganan Gerusan Pada Pilar Silinder Antara Tirai

Dengan Plat (Kajian Model Fisik Pada Aliran Kritik) Volume 2 Nomor 1- April 2006

Supriyad,A. Pola Gerusan Di Sekitar Pilar Silinder (Kajtan Model Fisik Pada Aliran Clear

Water.Volume 2 Nomor 2, Agustus 2006.

Yunar, A. Karakteristik Gerusan Pilar Segi Empat Ujung Bulat Pada Kondisi Terjadi Penurunan Dasar

Sungai Dengan Proteksi Tirai , Jurnal SMARTek, Vol. 4, No. 3, Agustus 2006: 146 – 155

http://academic.research.microsoft.com/Author/51089867/j-k-kandasamy

http://academic.research.microsoft.com/Author/13111097/bruce-w-melville



http://academic.research.microsoft.com/Author/22228384/oscar-link

http://academic.research.microsoft.com/Author/44545306/florian-pfleger

http://academic.research.microsoft.com/Author/43303131/ulrich-zanke

http://journalogy.net/Journal/6392/int-j-sediment-res-international-journal-of-sediment-research

http://academic.research.microsoft.com/Author/47889758/iacopo-carnacina


the influences of configuration to curtain on …

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